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HomeMy WebLinkAboutDrainage Reports - 11/23/1993bJ Va L`� .(� CJ �v ll FINAL DRAINAGE & EROSION CONTROL REPORT FOR AMIGOS AT SHIELDS P.U.D. JANUARY 29, 1993 (REVISED NOVEMBER 1, 1993) PREPARED FOR: AMIGOS GROWTH MANAGEMENT CORPORATION 2546 SOUTH 48TH STREET P.O. BOX 6189 LINCOLN, NEBRASKA 68506 PREPARED BY: PARSONS & ASSOCIATES CONSULTING ENGINEERS 432 LINK LANE PLAZA FORT COLLINS, COLORADO 80524 (303) 221-2400 PROJECT NUMBER: 92.17 AMI TABLE OF CONTENTS Introduction Site Description Historic Drainage Master Drainage Drainage Under Developed Conditions Erosion Control -`'conclusions and Recommendations Drainage and Erosion Control Figure 1 Vicinity Map Figure 2 Drainage Schematic Appendix A Drainage Calculations -- Appendix B Erosion,`Conffol Calculations 4 4 5 6 6 Back Pocket ' FINAL DRAINAGE & EROSION CONTROL REPORT ' FOR AMIGOS AT SHIELDS P.U.D. FORT COLLINS, COLORADO ' INTRODUCTION ' This drainage report has been prepared along with final engineering drawings to provide design information for the development of an Amigos Restaurant P.U.D. along the west side ' of South Shields Street between University Avenue and West Elizabeth Street. This report vvasprepared to provide information for on and off -site drainage:'°All design specifications are ' pr`epared in accordance with the City of Fort Collins Stor"m Drainage Design Criteria and ' Construction Standards. SITE DESCRIPTION The proposed site for the Amigos restaurant at Shields P.U.D. is located at 1015 South Shields Street on a 230' by 132' lot approximately 0.7 acres. The Campus West Texaco ' Service Station is located on the existing site. The site is located in the Southeast Quarter of Section 15, Township 7 North, Range 69 West of the 6th Principal Meridian, City of Fort Collins, Larimer county, Colorado (See Figure 1). t -1- IWw i • V This site is zoned Limited Business (B-L) and is in an area of intense activity. The area ' is totally impervious except for a small dirt area at the rear (western edge) of the lot, 41' by 132'. Based on field verified topography, there is a drainage boundary that runs north and ' south, and splits the site into two basins (See Figure 2). The western one-half of the lot with an approximate area of 0.29 acres (subbasin A2) drains to the northwest into a parking lot. The eastern one-half of the lot with an approximate area of 0.39 acres (subbasin 132) drains ' to the east and northeast, into the existing Shield Street curb and gutter. ' The property to the south is undeveloped and is composed of roughly 70% grass/lawns ' and 30% gravel/dirt. The drainage boundary that divides the existing Texaco service station lot continues to the south to divide this undeveloped property. The western one-half of this tarea drains into subbasin A2 and is labeled subbasin Al with an approximate area of 0.16` ' acres on Figure 2. The eastern one-half of this area is labeled subbasin B1 with an approximate area of 0.15 acres that drains to subbasin B2. Flow direction arrows and ' drainage basin boundaries, and areas are shown on Figure 2. The property to the west of the ' Amigos site is topographically lower and is used as a parking lot. The corner of Shields Street forms the eastern basin boundary and is used as an arterial roadway with an existing curb and gutter drainage system. Immediately to the north are the Campus West shops which are ' topographically lower than the existing site and drain into the Shields Street curb and gutter. ' This project will include the construction of a 2332 square foot restaurant with 33. parking spaces and a drive -up lane. Small grassed areas as well as an outdoor patio will be included with the proposed site. Trees and bushes will shield the edges of the site. Proposed water and sanitary sewer lines will tie to this project from the south. -3- VG CURB \ 1 � I \ 1 ` I � i I I �1 I I 1 B1 .16 A 1 1 ' / 0 I 1 - - FUTURE 6' WALK FUTURE e � e idE� STREET PATCHIM 1 - - - - CONTOUR FLOW DIRECTION A2 BASIN LABEL 1 .26 A DETENTION AREA 1 C N WALK \--------= �- --j SOUTH SHIELDS STREET SITE TOPO & DRAINAGE MAP 5023 GRAPHIC SCALE 30 0 ,a 30 1 Snnh = 80 tL FIGURE 2 HISTORIC DRAINAGE As described in the previous section, a drainage ridge runs north/south through the site to divide the flows running off this area. The existing Texaco service station is located near the middle of the lot with the roof being the highest spot. The western one-half of the site, subbasins Al and A2, drairage across the church parking lot in a northwesterly direction and eventually drains into an existing 24" storm sewer. The eastern one-half of the site (front lot), basins 61 and B2, drains into the Shields Street curb and gutter which flows to the north and into the existing curb inlets. Detailed topography was completed by field survey which verifies the direction of off -site flows. Refer to the Final Grading Plan for additional information. This historic runoff from each of the four subbasins was determined from the Rational Method. The Rational Formula is widely accepted predictor of runoff from basins less than 200 acres. The runoff from subbasins Al and A2 for the 2, 10 and 100 year frequency events are approximately 0.6, 1.0 and 2.3 cfs, respectively (See Calculation Sheets) There are no storm sewers on the existing site. MASTER DRAINAGE This site is located within the Spring Creek drainage basin. Local outflow initially moves toward the north, major storm sewers capture surface flows and redirect the flow in a subsurface storm sewer system to the southeast and into Spring Creek which in turn flows to the Poudre River. -4- 1 / V ' DRAINAGE UNDER DEVELOPED CONDITIONS ' The existing flow patterns will be maintained at the proposed site. The grading plan for this site will create a ridge as shown on Figure 2 to split the flow to the east and west. This grading matches the existing terrain closely. The off -site area (Subbasins Al and 131) to the south will continue to flow onto the tproposed site. Subbasins 131 and B2 will continue to flow into Shields Street curb and gutter ' with relatively no change in historic quantity. Subbasin B2 will include approximately 1400 square feet of landscaped area which will reduce the amount of runoff onto Shields Street. ' The historic discharge from this area is not being increased, therefore, no detention or ' drainage improvements are proposed. The combined runoff from subbasins Al and A2 will increase due to an increase in paved area over the existing gravel. The runoff under fully -developed conditions for the 2, ' 10 and 100-year frequency events are 0.8, 1.3, and 3.2 cfs, respectively. An orifice plate will be bolted the inside of the area inlet with a 2% inch square opening to meter the release rate of the historic 2-year discharge. A detail of the outlet area is shown on the grading and drainage plan. y In order to accomplish this release, parking lot detention storage will be provided to ' capture the 100-year discharge. The required storage volume is calculated to- be approximately 1838 cubic feet. There is an available storage volume of 1866 cubic feet as shown of Figure 2. The calculations for the required detention storage and available volume are available in Appendix A. The detention volume is wedge-shaped with a maximum depth of 10 inches (0.83 feet) at the outlet. See the drainage and grading plan. -5- The 2-year historic flow will be released into a 4' diameter manhole and drain to an existing 6" pipe along the north property line as shown on enclosed drainage plan. An easement for the outfall pipe and manhole will be negotiated with the owner of the Campus West Shopping Center, signatures will appear on the recorded plat. EROSION CONTROL This project is located within areas of moderate wind and rainfall erosion potential as identified by the City of Fort Collins wind and rainfall erodibility maps. Wind Erosion Due to the small size of the site (less than one acre), no wind erosion protection measures need to be taken. The site is also protected -by trees and buildings around the perimeter. Water Erosion Net effectiveness calculations attached show that no erosion control measures need to be taken. However, it is required that silt fences be placed around north and west the perimeter of the site immediately after demolition and striping of the existing pavement to control erosion prior to paving the parking lot. The detention area will act as a sedimentation pond (trap) to mitigate erosion and sediment transport downstream. The landscaped and grassed areas will also act as buffers to control erosion caused by stormwater runoff. All erosion control calculations are in Appendix B of this report: 11.2 CONCLUSIONS AND RECOMMENDATIONS The replacement of the existing Texaco service station with an Amigos restaurant will have minimal impact on the drainage in this area. The site is divided into two subbasins, west (A2) and east (62), with minimal off -site flows contributed from the south by subbasins Al and 131. The location and grade of the existing structure will insure that changes to the quantity of runoff are minimal. The 1400 square feet of landscaped/grassed area in subbasin B2 will actually reduce the amount of runoff to Shields Street. The amount of runoff will increase in subbasin A2, however, the small parking lot detention area with the metered outlet will insure that the flow released to the west is maintained at the historic rate. -7- APPENDIX A DRAINAGE CALCULATIONS 7�5;`.q'1v� C41cu�G�;o. for l�ra,\no5Q --HA0 'P r�IjO�E�� i►AI GOS- �rc5'1-vr4 •fi- � CI.ecX+� U/L� ��oLj1PN.: cor l� yr �" GL,e,rglL CC�,e) -- - —----Cas -two•- -��10 ��--� `--CDCM� Fay -41.e ex;si.1� ----- - 1 ---------- - - ---- - —-- -- s��-e arcl -Nn-e I0- ;-Qh� lD—�✓--_--_-- ---- - - - - _.-_ AN4ls ;s --- - - -- - - ---- n— ---t -,- —1� - --- -- - CJoFL ^^ } 10 3- Ibo- eye•�s --- I Q,o �nis't`pr:L 4hd. b 3 Q -i,�l� �¢Jcl (10 -- ------------- ' ^- - - --- - - -LacAi off; --- --------...- ---- --- -- --- -- ------------ -- -- - - _— --- - --- - - Zo vec� TZ-A 4 Y7 tx �----------CO nT r _� a'i-e----- CLn �Ti�_- �O � RZL � fi -- � Z r- ---- __---- A O -7 o raves C o' LOLVA &Clqe-L�pRow vl'r-O C-:: O. ISO A �t 1 1 1 1 1 1 1 CowAPos',+e G IIV sg12LL 1-2, GOO C = o. (oq C3 4S Ind T3 O-Cs; �c ,has -+Lai w,l► co.1i r;1o4-� e YJ ,n o-�P E o 6o s I IL Z LOV) f TPA : 70 °/o Gr lass LA J,,, C= 0, Z o -Arecz = Iy'X (,s,' ) = 30% G�0.�e1 C-o.so A -C4 To-6L l area = �g6 gj Ft z = �. Iss oc ComPos.� C ' Lr. J-C�� �ovod area '3� Cr G.45 Qk eA- C'r02)' x 131 = I L43C�-(ice S� eld 46zo 4+ QZ� /�0 i0 Gy.cl VC lG0 --Cc,, "{i-Q COA4 r: b„ 4,==►o�..� i'fUM. .bRcIK At C, j 6e-s,» .i CO �.fos •'l- � C 4- o, roq Lzaoq ) 1�140U e ici3 4I Drop S =- 20'/o ��slu2 r4rea (A I Y A2) - i94OOo o, 44 S. a cr s J 2-T,ck) 4 w•�s 2IU = 4,1 '�h- s- G•-7 ��- �l z' ' �2CA 1 O- a e4\«( N C= C_ A I � e145 w o -AS; I ' p- S--�re.p+ �lreq = ZC,� Co00 -C4 = 0 • G I of.,o-C Silt O-P- FiC�. --f'LA-T--e ..s•,�5 l0[0-�1� _'Z-Zr in;s�o••� cj; _cLQ- - 3-iac 2353 �- c CL —❑L / Q= C A 2 h El,,-,-T. 7-3 L(32.i) ' i � 2 = * p} 2 r 4• AINRGr� �o� �ULL_`r T7ey��t��0u CbNDrTioUS 1 D�e�M• 1J11� ��JQ.IO'7Ptl CO �IU �'YiO.,.S G+e 4 4-o 4 e soj+K IAJ d1 1 be- �ave� as�kali- w�-{-� c_v.1ol► elrasSP[Q 7 voye�-Q'�ed Gras • TI 7o paJec! 2.3 io G� �C}srK1 revLLc. uwcLnuly@ct ' C '�V �z 1 _ o. zo Cr,s4�l + �•2 (3500) + 0.45(►I,gOD� 2 ► 9qL, 1 = �'lef fit. �.Q.. ��✓`tm pi' CO+tC®r�'Ir.�C-.Un 1�� .�.. L tCpMr�u.e 3.72- , I = IorS r��kS T = �/ �•,r�s ICAO 1 om 4� ire 3. I�r7 rio= 4, %hr roC, 1 ;oaaY %e on'. Q = C{ C I A- 0.7,19 4. Z 35.�hf��0505C.C- I � �• cis 1 Q ov 1 QZ = or-79 1 Q►o lr 3� cfs yy' JII j mF�Jr� � c.11�3 1 QIeO= 3,11 Gas_—'> /Z. 1 1 1 1 1 1 1 1 �,� lltidu� ��elaF�-d. coc ).lo•.S Ax T� c IU.S 0 2. Ss %- T Z � QUO cF s / ra Q2 DETENTION VOLUME REQUIREMENTS age: �- 100 Year Event 7 of Pege's Project Number: Project Title: _- ate: 92.17-AMI AMIGOS AT SHIELDS 24-Sep-93 Estimator: G.A.ODEHNAL File: AM]-V100.WO1 Problem: Site detention is required for the west lot (Basin A2). The storage area will be placed at the NW corner of the lot. The outlet will release flows at the 2-year historic rate of 0.58 cfs. (Sheet 4/8) Given: a) Determine the maximum volume of storage using the major storm event (100-yr) and the mass balance method for volume determination. b) The historic 100 year release = 0.58 cfs c) Mass Diagram Method of Detention Calculation CCfA = (0.61)(1.25)( 0.50 ac) = 0.38 Time: 100 yr. freq. Time: Acumulated Outfall Volume: Storage Required: min. CCfA Inten. seconds Vol. (ft^3) O = 0.58 cis ft ^3 Ac-Ft 5 0.38 8.12 300 929 174 755 0.0173 10 0.38 7.15 600 1,636 348 1,288 0.0296 15 0.38 6.00 900 2,059 522 1,537 0.0353 20 0.38 5.20 1200 2,379, , 698 1,683 O.D386 30 0.38 4.20 1800 2,882- 1,044 1,838 0.0422 - -. 40 0.38 3.52 2400 3,221 1,392 1,829 0.0420 50 0.38 3.08 3000 3,523 1,740 1,783 0.0409 60 0.38 2.62 3600 3,596 2,088 1,508 0.0346-. - 90 0.38 1.88 5400 3,870 3,132 738 0.0170 Maximum Volume Required: 1,838 ft^3 or 0.0422 Ac: Ft. Available storage Q 5023.83 ft. is 1866 ft^ 3. (see calculations, next page) Dimensions are shown on Sheet 8/8. No Text 1 1 1 1 i 1 1 I 1 PARSONS & CLIENT AG/ �l. JOB NO. �z I7A/\f'I ASSOCIATES PROJECT mlobs - S. T�jt�o�S CALCULATIONS FOR CONSULTING ENGINEERSGAtFL Collar• Colorado 80524 MADE BY DATEy.3 CHECKED - DATE SHEET OF 1 1 1 2� 0.4 1 _ 1000 0.5 800 120 0.6 600 108 1 0.8 500 96 400 1.0 84 1 300 72 _ 66 - .. .. 200 I L 100°� a 2.0 . 1 _ _ 54 k. 0.2 Y r as CP ��p'� 3.0 9 loo '6 42 ,� E 1 e 80 n pC}� 4.0 ■ 35 yip 5.0 60 Q 50 33 qr 6.0 1 30 4 0 • O 1 40 27 f+'' o�" 8.0 . 30 24 .o 0S 10.0 1 21 -f11 HM' 4_, ' � \ \ �Tlr 20 = ho 20.0 So L 10 15 8 Submerged outlet ' 6 12 5 Pressure line 1 4 - _E -Tio r[ O 1 50L \ 1-�V' ho ,/ 1 Unwbmerged outlet ��.,,1•1✓�p6$ CC1!'LJQ rJ 8 Typical nomograph for culverts under outlet control. (From Handbook 1 :of Concrete Culvert Pipe Hydraulics, Portland Cement —Association, 1964.) Head for concrete pipe culverts flowing full; n = 0.012 Adapted 1i from Bureau of Public Roads chart 1051.1. Equation: H = r2.5204(1 + k,) 466.18n =Ll r Q 1= _ s D H = head in ft. k, = entrance loss coefficient -�j � . = diameter of pipe in ft. C r (00 f� -e �'` ���` �n = Kutter's roughness. coefficient Vr L = length of culvert in ft. Q = design discharge in cf s. D ■ 1 No Text 70C 50( F- w w U- z 40C w U z g 30C 0 IMI IIIIIIIIIIIIIII10tN n MiNE-NIFN (Use Formula For Distances in Excess 0 of 800 Feet ENE rAAPAA mom PAAN PP wall mom Figure.4.2.4-1 SURFACE FLOW TIME CURVES ( From : Dept. of Transportation, 1970 ) Eel VLSI 50 l. W 40 Z z z 30 H 10 4.2 --- 5 APPENDIX B EROSION CONTROL CALCULATIONS �� ��oS/oi✓ COiy-i-woe- t'�L✓4 r� . ■ .. `Tk;S S�� %s, in -�6Q ✓hodC'rq% ru.k{z,l� awl w�ycQ VMh3 so i 1 erc0t@;y', I a � zo'Ae_S ^-ram ' �CA Tertqrn..ancQ. S-{.q aq_ 1 ' (-10. o.i94 _ �z'z44 + Izs. 0,403) _ ' - 1 • S '7 0. (,G -7 ' Tke fl 4-Iarea ba over to f ruaeot caNc� So:L rouSkeK�d . ' COnS�r�c`i i01 w.l� 0GC04'. C�fp V.�,aleld(, ci •.2-a,ea;GS +o.4.A�Gnnn. �f•�•i-P�-fi.c__. 2l.is'���y a;�1. iS d&tn.ol";SL`2ci J ' E`F�i•s'i'i�'��. 'paue�nen� J iS ram• 1 C2l 0, l t_ /tLZ� ti e S} corm/✓''( ' � .. 1o4. &LLv'i1.t( .CO.�5"TYKG�i'�G..� a^ L -,,III nSF-Y-T •�.,v1 Ut i�c�i�.,,,1 .G��_�. is �o-es�r'�.c.`E'i0r} - RAWFALL PEgoS10A) Cotj-MoL IyuNGSS P,,.,n -OJueq e•4-q-(-e . _ 0 ' C--Jp tw.. Co w� ci�lnc�:�'� walks -. 1�2rif`13 C4 0.0 G c-�1�A2n Cd,'244 + ctq.0 0.403 pp ' Nei-.4�wess Ts. �r�oalef -tt1� �s /•l..'•> 7$ z� l : � +. �.o�oSBO� eye r%ot cpa'�iai '"e`{1wJ5 .,,, 11 mpB'f Ct ' WI u� �2i aS10 ,y. erosion �rolPc�;o� Vil SLAV nee3 10p �a...1 'Tlne S�+e. w II be co�e.�d. wfkt,. �1E,5 { i - � n U`!,1k7 Gsp �n li O r ilQ_ ne uJ _I r,&C4 iGn Sn..all l Bess fL%�- o^e acre ovicL 'pvo4ec4e�l- -h� 3/g Lo/g3 RAINFALL PERFORMANCE.STANDARD EVALUATION PROJECT: AmlGoS 11 e&- 4D-A.,iT a Si+I'ffWS STANDARD FORM A COMPLETED BY: -DAN DATE: 1.28 'Q3 DEVELOPED ERODIBILITY Asb Lsb Ssb M Lb (feet) Sb U0 PS M SUBBA�IN ZONE (ac) (ft) �P\ MODcRATE Q.�� 210' z Cl� p . 69 -7 Z-261 ' MARCH 1991 8-14 DESIGN CRITERIA EFFECTIVENESS CALCULATIONS PROJECT: AMI4os `o SAIeucS STANDARD FORM B COMPLETED BY: 'DLL DATE: 3I7-9/93 Erosion Control C-Factor P-Factor 5 ,TApl.t; 8g DQC, © Method Value Value nt �OQC� 1.)4 �GS U' . C5 •9 �cv �o'il/1 _cs,., MAJOR PS SUB AREA BASIN BASIN (Ac). CALCULATIONS A '7a,-2- A I 0.1R4 ao °rc, C,/ J O . o / Side„c p- D. 9Q,2 v f3 1g�, 2 LJ, 2 (p,4o3 411 Ro+oS� w,4t KS f zooms C-�adl-ar o•y / �� �Si'QF4��e,neSs -Vol. 0.61(7 MARCH 1991 8-15 DESIGN CRITERIA f' PARSONS & CLIENT AGL n, 1 JOBNO. k ASSOCIATES +aos • v ,acts r y PROJECT � - CALCULATIONS FOR ' CONSULTING ENGINEERS FL Gam. Clara& 90524 MADE BV /� � DA 93 CHECKED DATE SHEET OF 1 CONSTRUCTION SEQUENCE PROJECT: 4AfICOS IZLS7i4UJUM7' STANDARD FORM C SEQUENCE FOR 19 93 ONLY COMPLETED BY: DLL' DATE: 1—z9-93 Indicate by use of 6 bar line or symbols when erosion control measures, will be installed. Major modifications to an approved schedule may require submitting a new schedule for approval by the City Engineer. M A`( I s� WEEK r z 3 4 s 6 9 e OVERLOT GRADING & Demolition of Existing Structure WIND EROSION CONTROL Soil Roughing Perimeter Barrier Additional Barriers ONE NEE, LED Vegetative Methods Soil Sealant Other RAINFALL EROSION CONTROL STRUCTURAL: Sediment Trap/` Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation . Contour Furrows Terracin Asphalt %9 Concrete Paving Other ✓EGETATIVE: Permanent Seed Planting Mulching/ Sealant Temporary Seed Planting Sod Installation Nettings/ Mats/ Blankets Other DATE SUBMITTED 3 30 DRAINAGE SUMMARY TABLE �\ ( COLUMBINE \ \\\ I I ✓OHN 23rd UNIFERS�TY J CABLEYISION 11 j CENTER PHURc�(-1 PARKING j 8O U Fi cl- Lu --- --- �; �� 5w4 _ - w5 6 EEL Z 1 1 I I I r:T •. I� U) nmAH IOHN 23AU 1' INC. UNIVERs1f'x 1 I I"; "�d°I I cENxeR 17 I ward IT � 1 I 1{ •I� II I w' i I / PAR. it TABLE 1 CONSTRULTNN SAQUHMH /CO9 MSPI4xYll PROJECT: STANDARD FORry M C YWty c[ FOR Is _OWY gyG1E1F➢9n Nt OaR. IXate by tb CITY Eeglne•o aNtlu'• oY aWN udnl 9 PANaNWae lary AIR AT OW,PARTSUPt SEESod Cew E N �% I etoi cNnOwc CoA FougM1lnq PnFnekr Beaer IND CONTROL qCM F 01 e 5eM•Unnie Sollye anlCe L S PS BASIN 02 (CfS) DETENTION OTC (?B) Al A2� Bog 117 BI U1 62y--N- 0. )B ?.B9 — T AS1WWn N • �/ � � f e I L @@[gp � l 2. • I m.Yswm U I I � ��Rl Y,v,✓..m.rv, I I a I usNsxr PSANcy \ �s NICE ems. W I ,E, aa 'Lff Y/NM gE OEruLs„Ir, IT QI t IT REV � _ I cony sw.LE IR. mRNI I T I P�yV F y, u r1 T1—T-T 7 — �a 1 I — $� AS / or IT P ac �? —, MMOSED w OW Los A! CAN&a Yw 1\ T T\7 \TTS Z T Z mUs, SIR Poor -Sr FRONT •�YWMO_prO_ • •nmpl SOUTH SHIELQ3-STREE T_ — \ .seat -- LounGu a Epsnrvc Sttxm I SEWER M.NNOIF x GRAPHIC SCALE I I I ,I ( ,vOIE: MINIMUM ELEV. OF TUP BACK OF CUF6 SHgLL BE 5043.9a (ALONG IHE UETENTIUN ANEAJ. PARSONS &ASSOCIATES 492 Link Yens Plate PI. Collins, c'Poreae e0524 CONSULTING ENGINEERS 1303122I-2400 w SUMMARY TABLE CAPACITY IS 196E CUBIC FEET RELEASE RATE = BSB C£S HWL 5023,83 Fd MSL CASTRO NuOrmc RULED WILDOFF SUIT ON NMI, a FAST VESUS FREE BOARD VgFI£5 FROM U TO OJ FL anrtn. nr SEMI F II I II II II I II II II II II II II I ________- _._ _F i RUHv i eNnDxc I soul I I M° lF 15' i F , jL STORM SEWER PROFILE EcgE: r . ze xw. 1' . 3' v.rC AKFASITIF V ORIFICE PLATE DETAIL xm To scuE LEGEND S#STA'G PBOPo.'>6'D DESCRfPT/ON O ➢FGpVUV3 1RE!' C(ty DI Port Collins. Colorado (1T11.•TY "LAN APPROVAL AVVHP: ED: - Uintw NE•9rceri^B gaE.— CHECKED BY: N Watn4 MlwM 1— —15m CHECKED BY: AXjj4J wmwaW Wfy py CHECKED 8Y: P•kf4Rea•Ybn pjk (CHECKED BY: — D+k CHECKED 9Y:� 92.17—AMI rbee = BB• (d, .A net•4, AMIG 0 AT SHIELDS P. U.D. "�` `"°"'° BY: °P DRAINA E &EROSION CONTROL N01 ■ aD I. I _y .M1a \\ �\ EA GSIMM MIT 4 INV OUT ILR RIVER PAWING z COLUMBINE \\\ tl JOHN 23rd UNIVERSITY ' CABLE�ISION \I� tll\ CENTER CHURCH PARKING ® E'.Ie III III---- a W li hl V--------- -�I II vZi III � l i h l Z 1111 l I h NOTE, MINIMUM ELIfY. of TOP ACK OF ON /` h 11 �il ISHALL BE 50219"ALONG TH OETENTICN O 1 ACORNS UNDERGROUND IAREA). J DEcmC MAIN EMsnxc mEE ti x I U ____ J 1 III Ilk — E . __..._ _.uxw—. curse—..—_.--� h l ____u II t EXrsnrw � IL____ Y mAxsaMm U (n j I. � II I 1 �' � \ nl ^X WEST IB' EAS D.S. j U // 11FF Ksr unun EI.SEMExi `{ n i �EXIE11MOj T1EEiJ / / \ ] >/ N,L NEW STORM SEVEN LINE °` y U \ EASEMENT (SLll n fi(� PROFILE. THIS DECO W T>' -9`J I SWNCUT um EATON i I 1 1 E+� I III wA (SEE RETAIL) r SO (Wj ---- I I 11 GPM° u -J--2' cwlc SWALE I' I I W 1 1 N� m' OURS HEAD) W 14i II 2 II .'a' IN M +Wa`SAW -GUT EMETIC ARPHALT- c--� ` p „Nz - I IS NEW BACK or CURB T -+ —1 I C Xfm s' Imsur au fL ACCESS ,F (NOT TRIP OF SURD) tiI Q ifs Wr o. NAME �a'' 4�/ wa PONT 1 5 PONT ii A e �„ SIVF TFASTING - r i CC -- I bY( 4 �;r-1 1 TT% T I j 11 Ig oET."L'dN1oE :� x J — II`Ic�RsvOv a I +Y 4 Ms xc vANEMENtw� rc✓ vc�eu II II C_71 SEE 0.TAl SHEE _ �M��1 SIGNS EgSPIIG .x.--. S2TM R 3 aex����\\ ' an�PROPOSED u e 7 _ E 1 � 1 FUTURE 6 WALK R �- ___'I _ _ i9 a YMVCE,'+?y10 '� 4EVm pmp Yf�mtrA, FwSTNG `P 4DK'� EXISTNG 15' S.WITMY SEM9i - _ S S CRAW VOTERS __ Ensinc o• IS NAXI Y SOUTH SVELDS STREET W FIELD MURFNf SERNCEE- C1EIX APPROAMATE EXAM SIREEi PALOIING FFORS EdfIED SDE AND LCNOIT[a S. MGM STORM EEMEN ABANDON AT MAIN If SERVICES REWIRE NEW TAPS ---------------------------------------------------------------- —�``------- LEGEND APPRDp MATE ( -3 LOCATOR OF EXI57WG PROPOSED DESCR(PT/ON_ COLORADO STATE UNIVERSITY ��nN S ai O nacmucos rau I} bYO(CRQ:M TREE w FO2R Poll a CRY NVES - 0 i ZRMEE PoLP «r SION IL IA¢ LPRIWIfON /➢GD o e "DAD F®1R / .Y[S IRMIR 6'CONC. OK4/N PAN a o e xuwollR a e'MMCOMMERCE T2giiEwnnNT ly IsPALPdE /7 COLLECTOR NTECALS 44` _ /E®\ cO.YInORS a BrumMUfON9 GRAPHIC SCALE +� Eller Housu'T Tn 1 PITSR IA'd I uu4 - w PC '< m e�T1. � 19M sroxM .sewax GAS GOT TIISMONe TANS& RLRY NOW H—.—. E—U&N aaclTuc TAm a CAME —w OLPdCTNN 20I 4m Of^/AIE CORE A GLITaN PARSONS & ASSOC1 PSo le: 9ov AMU IATES 432 LIn4 La^a Plaaa J Scale: 1' = 9 Ft. Collins, Colo rada 80524 Designer: GAO Ckeckea CONSULTING ENGINEERS (303)221-2400 Draftsman: NG Preparer City of FDA Collinar Colorado UTILITY PLAN APPROVAL APPROVED: AdCWnspe CHECKED BY: ��� wa L aler4 M Ln y CHECKED BY Z3l— $Icnn *in UBGIY IMb CHECKED BY: Pab 4aLaeYlan DW CHECKED BY: OWNS CHECKED BY: Rb AMIGOS AT SHIELDS P. U.D. 4 UTILITY SHEET 11 NOV 8 9 03